CN117634233A - Truss arch bridge staged construction intelligent monitoring method based on stress-free state - Google Patents
Truss arch bridge staged construction intelligent monitoring method based on stress-free state Download PDFInfo
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Abstract
A truss arch bridge staged construction intelligent monitoring method based on an unstressed state relates to a bridge construction monitoring method. The length construction of the stress-free state of the suspender structure; determining the boom force in a reasonable bridge formation state; solving the stress-free state length of the boom structure in a reasonable bridge state; obtaining the actual state of the bridge construction process; determining the variation of the boom force in actual construction; correcting the construction state finite element parameters; iterative correction of the length of the stress-free state of the boom structure. The stress-free state of the truss arch structure is considered, the safety and reliability of construction at different stages are improved, the calculation process is simple and efficient, the construction efficiency is improved, and cost control is better carried out.
Description
Technical Field
The invention relates to a bridge construction monitoring method, in particular to a truss arch bridge staged construction intelligent monitoring method based on an unstressed state, and belongs to the technical field of bridge construction.
Background
In the field of large span bridges and steel construction engineering, truss arches are attracting attention as an excellent bridge construction form with excellent load bearing capacity and unique aesthetic features. However, although the truss arch is increasingly widely used in urban infrastructure construction, the construction process is relatively complex, and the control and calculation methods of the conventional construction have the following problems:
(1) The degree of calculation requirement is deep: the design and construction of the truss arch require a large amount of complex calculation, while the traditional calculation method is time-consuming and labor-consuming and is easy to cause errors;
(2) The difficulty of real-time monitoring is high: the structural stability of the truss arch needs to be monitored in real time, however, the traditional monitoring method can only be carried out in a specific time interval, continuous data cannot be provided, and a great deal of manpower and time are consumed;
(3) The requirements for professional skills are strong: the construction control of the traditional truss arch has higher specialized requirements, resulting in complexity of monitoring in the staged construction process;
(4) The error risk is high: errors are easily introduced in manual calculation and adjustment, so that more frequent repair work and possible redesign are caused, the construction period is prolonged, the project cost is increased, the construction efficiency is reduced, and the safety of the whole project is not facilitated;
therefore, there is a need for an efficient and convenient construction control scheme for truss arches to simplify the complexity of truss arch construction, reduce the calculation workload, and improve the construction efficiency and quality of engineering.
Disclosure of Invention
In order to solve the defects in the background art, the invention provides an intelligent monitoring method for the truss arch bridge staged construction based on the unstressed state, which considers the unstressed state of the truss arch structure, is beneficial to improving the safety and reliability of construction at different stages, has simple and efficient calculation process, improves the construction efficiency and better carries out cost control.
In order to achieve the above purpose, the invention adopts the following technical scheme: a truss arch bridge staged construction intelligent monitoring method based on an unstressed state comprises the following steps:
step one: stress-free state length construction of boom structure
If the axial deformation of each boom structure is known, the length of each boom structure in the unstressed state can be calculated by the following formula:
in the method, in the process of the invention,l is the length of the suspender structure in the stress-free state e Is the length of the boom structure in a stressed state, which is obtained through actual measurement, delta N The axial deformation of the boom structure is obtained;
step two: rational bridging state boom force determination
Dispersing the boom structure of a truss arch bridge into boom units with the same number, and cutting off each boom unit in finite element software to expose the boom force x 1 、x 2 ,…,x n Taking the rest bridge structures after the suspension rod units are cut off as basic structures, and the internal force of the basic structures is expressed by the suspension rod force to determine a reasonable bridge forming state, wherein the internal force of the basic structures is represented by the suspension rod force:
in the method, in the process of the invention,the axial force, the shearing force and the bending moment generated by the basic structure are respectively the ith hanging rod force as the unit concentrated force, N P 、S P 、M P The axial force, the shearing force and the bending moment generated by the basic structure under the action of the external load P are respectively;
the elastic modulus of the basic structure is E, the sectional area is A, the sectional moment of inertia is I, the shearing modulus is G, and the energy caused by the self-weight load and the boom force of the basic structure is as follows:
wherein x is i I=1, 2 for the i-th boom force j For any j-th boom force except the i-th boom force, delta ii For displacement, delta, of the corresponding basic structure position of the boom unit under the action of the ith boom force ij For the displacement generated at the basic structure position corresponding to the ith boom unit under the action of the jth boom force，Δ iP For the displacement generated at the position of the basic structure corresponding to the ith suspender unit under the action of the external load P, the displacement is calculated as follows:
in the method, in the process of the invention,the j-th lifting rod force is the axial force, the shearing force and the bending moment generated by the basic structure when the unit concentrated force is the jth lifting rod force;
to minimize J, then the following is required:
the force x of each hanging rod in a reasonable bridge formation state can be obtained through solving 1 、x 2 ,…,x n Solution of (2);
step three: solving stress-free state length of suspender structure in reasonable bridge formation state
Each boom structure will produce an axial deflection due to the boom forces:
according to the first step, the length of each suspender structure in a stress-free state in a reasonable bridge forming state is obtained:
wherein E is 0 Modulus of elasticity of boom structure, A 0 Is the cross-sectional area of the boom structure;
step four: bridge construction process actual state acquisition
Arranging sensors at selected measuring point positions of each suspender structure of the bridge and the girder of the bridge in combination with actual construction requirements, sequentially tensioning each suspender structure of the bridge, and respectively acquiring actual suspender force x of each suspender structure after each tensioning construction based on the sensors i ' and actual deflection of each measuring point of the bridge girder at the moment;
step five: boom force variation determination in actual construction
The cross-sectional area A of the boom structure is considered in the actual tensioning process 0 And modulus of elasticity E 0 No change occurred, and it can be seen that:
can be obtained by the above methodThen:
in the formula DeltaT a→b The change quantity of the actual hanging rod force and the hanging rod force in a reasonable bridge forming state is obtained;
step six: construction state finite element parameter correction
In the construction process, the volume weight, the secondary constant load and the elastic modulus of the basic structure of the bridge structure are caused to deviate, and the bridge structure is corrected in finite element software by the following formula:
wherein,
Y Q ＝[y 1 ,y 2 ,…,y Q ] T
in the method, in the process of the invention,for correction, by volume weight correction +.>Elastic modulus correction of basic structure +.>And second-phase constant load correction amount->Composition, phi Q Is an influence matrix of volume weight, elastic modulus of a basic structure and secondary constant load, and->Deflection change amounts at measuring point positions caused by volume weight, elastic modulus of basic structure and secondary constant load change are respectively Y Q Is the deflection error vector, y 1 ,y 2 ,…,y Q The difference value between the finite element theoretical deflection at the measuring point position and the actual deflection measured in the step four is obtained;
step seven: iterative correction of length of stress-free state of boom structure
Combining the actual boom force x of boom structure in the actual construction process i ' stress free state lengthAnd the volume weight, the elastic modulus and the second-stage constant load of the basic structure after the correction of the finite element software are corrected in the finite element software, the correction is repeatedly performed in the second to third steps, the boom force and the length of the unstressed state after the correction of the rest of the unstressed boom structure are obtained again, simultaneously, the tensioning of the new boom structure is performed, and the fourth to sixth steps are repeatedly performed each time the new boom structure is tensioned until the construction is finished.
Compared with the prior art, the invention has the beneficial effects that: the invention realizes the safety control of the construction process by monitoring the stress-free state, firstly, the stress condition of the boom is considered to determine the stress-free state parameter, then, the boom force and the stress-free state parameter of the boom structure in a reasonable bridge formation state are determined based on the principle of minimum strain energy, then, the bridge state in the actual construction process is obtained through the sensor, the boom structure is sequentially analyzed and corrected through the finite element, the stress-free state value is calculated by using the corrected parameter iteration, the stress-free state of the truss arch structure is considered, the stability of the structure can be better controlled, the safety and the reliability of construction in different stages are improved, the construction quality is ensured, the calculation process is simple and efficient, unnecessary procedures and adjustment can be reduced, the construction efficiency and the resource utilization rate are improved, and the cost control is better carried out.
Drawings
Fig. 1 is a flow chart of the present invention.
Detailed Description
The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are only some embodiments of the invention, but not all embodiments, and all other embodiments obtained by those skilled in the art without making creative efforts based on the embodiments of the present invention are all within the protection scope of the present invention.
As shown in fig. 1, the truss arch bridge staged construction intelligent monitoring method based on the stress-free state comprises the following steps:
step one: stress-free state length construction of boom structure
The length of each suspender structure in a stressed state is obtained by measuring and calculating the truss arch bridge which is actually constructed, and if the axial deformation of each suspender structure is known, the length of each suspender structure in an unstressed state can be calculated by the following formula:
in the method, in the process of the invention,l is the length of the suspender structure in the stress-free state e Is the length of the boom structure in a stressed state, which is obtained through actual measurement, delta N The axial deformation of the boom structure is obtained;
step two: rational bridging state boom force determination
Dispersing the boom structure of a truss arch bridge into boom units with the same number, and cutting off each boom unit in finite element software to expose the boom force x 1 、x 2 ,…,x n Taking the rest bridge structures after the suspension rod units are cut off as basic structures, wherein the internal force of the basic structures is expressed by the suspension rod forces to determine a reasonable bridge forming state, and the internal force of the basic structures is calculated as follows:
in the method, in the process of the invention,the axial force, the shearing force and the bending moment generated by the basic structure are respectively the ith hanging rod force as the unit concentrated force, N P 、S P 、M P Respectively is externally chargedThe basic structure generates axial force, shearing force and bending moment under the action of the load P.
The elastic modulus of the basic structure is E, the sectional area is A, the sectional moment of inertia is I, the shearing modulus is G, and the energy caused by the self-weight load and the boom force of the basic structure is as follows:
wherein x is i I=1, 2 for the i-th boom force j For any j-th boom force except the i-th boom force, delta ii For displacement, delta, of the corresponding basic structure position of the boom unit under the action of the ith boom force ij For displacement generated at the basic structure position corresponding to the ith boom unit under the action of the jth boom force, delta iP For the displacement generated at the position of the basic structure corresponding to the ith suspender unit under the action of the external load P, the displacement is calculated as follows:
in the method, in the process of the invention,the j-th hanging rod force is the axial force, the shearing force and the bending moment generated by the basic structure when the unit concentrated force is the jth hanging rod force.
To minimize J, then the following is required:
the force x of each hanging rod in a reasonable bridge formation state can be obtained through solving 1 、x 2 ,…,x n Solution of (2);
step three: solving stress-free state length of suspender structure in reasonable bridge formation state
In a reasonable bridge formation state, the bridge structure is considered to be formed by one falling frame, namely, the basic structure and the suspender structure of the bridge are constructed simultaneously and completed simultaneously, and each suspender structure generates axial deformation due to the action of the suspender force:
according to the first step, the length of each suspender structure in the stress-free state in a reasonable bridge forming state can be obtained:
wherein E is 0 Modulus of elasticity of boom structure, A 0 Is the cross-sectional area of the boom structure;
step four: bridge construction process actual state acquisition
Arranging sensors at selected measuring point positions of each suspender structure of the bridge and the girder of the bridge in combination with actual construction requirements, sequentially tensioning each suspender structure of the bridge, and respectively acquiring actual suspender force x of each suspender structure after each tensioning construction based on the sensors i ' and actual deflection of each measuring point of the bridge girder at the moment;
step five: boom force variation determination in actual construction
Theoretically, the length of the stress-free state to be achieved in the tensioning process of each suspender structure of the bridge isAnd the hanging rod force is x i The state a of (2), namely the reasonable bridging state obtained by the solution, but the deviation exists in the actual tensioning process, the tensioning is carried out until no tensioning existsStress state length is->And the hanging rod force is x i ' State b, the cross-sectional area A of the boom structure during tensioning 0 And modulus of elasticity E 0 No change occurred, and it can be seen that:
can be obtained by the above methodThen:
in the formula DeltaT a→b The change quantity of the actual hanging rod force and the hanging rod force in a reasonable bridge forming state is obtained;
step six: construction state finite element parameter correction
Because the volume weight, the second-stage constant load and the elastic modulus of the basic structure of the bridge structure are inevitably caused to deviate in the construction process, the bridge structure is corrected in finite element software by the following formula:
wherein,
Y Q ＝[y 1 ,y 2 ,…,y Q ] T
in the method, in the process of the invention,for correction, by volume weight correction +.>Elastic modulus correction of basic structure +.>And second-phase constant load correction amount->Composition, phi Q Is an influence matrix of volume weight, elastic modulus of a basic structure and secondary constant load, and->Deflection change amounts at measuring point positions caused by volume weight, elastic modulus of basic structure and secondary constant load change are respectively Y Q Is the deflection error vector, y 1 ,y 2 ,…,y Q The difference value between the finite element theoretical deflection at the measuring point position and the actual deflection measured in the step four is obtained;
step seven: iterative correction of length of stress-free state of boom structure
Combining the actual boom force x of boom structure in the actual construction process i ' stress free state lengthAnd the volume weight, the elastic modulus and the second-stage constant load of the basic structure after the correction of the finite element software are repeatedly executed in the finite element software for correction from the second step to the third step, the boom force and the length of the unstressed state after the correction of the rest of the unstretched boom structure are obtained again, and meanwhile,and (3) tensioning the new boom structure, and repeatedly executing the fourth to sixth steps each time the new boom structure is tensioned until the construction is finished.
Examples
The main bridge of the Yangtze river bridge of Anhui province is a steel truss arch, adopts a combined arch bridge form of a lower-bearing type simple truss with triple span arrangement of 55m+120m+55m, has an integral section and a full width of 41.0m, has a mid-span sagittal height of 30m and a sagittal ratio of 0.25.
S1, stress-free state length construction of suspender structure
The length of each boom structure in a stressed state is obtained, the origin of a coordinate system of each boom structure is different, a point position which is determined on the basis of the closest basic structure is taken as the origin, the forward bridge direction is the u direction, the transverse bridge direction is the v direction, the vertical bridge direction is the z direction, and the stressed length of each boom structure is obtained as shown in the following table:
s2, determining the force of a hanging rod in a reasonable bridge forming state
And building a bridge structure model based on finite element software, and selecting the material characteristics of the following table to obtain the internal force of each suspender structure in a reasonable bridge formation state.
The main material characteristics of the bridge are shown in the following table:
the forces of all suspenders in the reasonable bridge forming state of the bridge are shown in the following table:
s3, solving stress-free state length of suspender structure in reasonable bridge formation state
The length of the boom structure in a stressed state is obtained through the S1, and the boom force is obtained through the S2, so that the axial deformation quantity to be generated by each boom structure can be calculated, and the length of each boom structure in a non-stressed state in a reasonable bridge state is shown in the following table:
s4, obtaining actual state of bridge construction process
After the first suspender is tensioned, the suspender force is 1028.6kN, and the deflection value of the basic structure deflection test point is shown in the following table:
| test point number | 1 | 2 | 3 | 4 | 5 | 6 | 7 |
| Theoretical value (mm) | -6.85 | -16.58 | -29.65 | -35.63 | -26.38 | -18.25 | -8.62 |
| Actual value (mm) | -7.1 | -16.94 | -30.14 | -36.88 | -26.93 | -18.63 | -8.83 |
| Difference (mm) | 0.25 | 0.36 | 0.49 | 1.25 | 0.55 | 0.38 | 0.21 |
Note that: each measuring point is seven points in the middle of nine equally divided points of the basic structure
S5, calculating the force variation of the first boom, wherein the force variation of the first boom is shown in the following table:
the stress-free length of the first suspender in the construction stage is calculated as shown in the following table:
s6, finite element parameter correction of construction state
Deflection error vector:
Y Q ＝[0.250.360.491.250.550.380.21] T
main design parameter vector to be adjusted:
the volume weight, the elastic modulus of the basic structure and the secondary constant load in the initial calculation model are respectively increased by 10%, calculation is carried out again, and the difference between the calculated result and the original result is the influence matrix of the design parameters:
the deduction correction after substituting the model is shown in the following table:
s7, iterative correction of stress-free state length of suspender structure
The corrected boom forces are shown in the following table:
the corrected stress free state lengths are shown in the following table:
the iteration is repeated for 12 times, and the final boom correction value is obtained as shown in the following table:
it will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are, therefore, to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present disclosure describes embodiments, not every embodiment is provided with a separate embodiment, and that this description is provided for clarity only, and that the disclosure is not limited to the embodiments described in detail below, and that the embodiments described in the examples may be combined as appropriate to form other embodiments that will be apparent to those skilled in the art.
Claims (1)
1. A truss arch bridge staged construction intelligent monitoring method based on an unstressed state is characterized by comprising the following steps of: the method comprises the following steps:
step one: stress-free state length construction of boom structure
If the axial deformation of each boom structure is known, the length of each boom structure in the unstressed state can be calculated by the following formula:
in the method, in the process of the invention,l is the length of the suspender structure in the stress-free state e Is the length of the boom structure in a stressed state, which is obtained through actual measurement, delta N The axial deformation of the boom structure is obtained;
step two: rational bridging state boom force determination
Dispersing the boom structure of a truss arch bridge into boom units with the same number, and cutting off each boom unit in finite element software to expose the boom force x 1 、x 2 ,…,x n Taking the rest bridge structures after the suspension rod units are cut off as basic structures, and the internal force of the basic structures is expressed by the suspension rod force to determine a reasonable bridge forming state, wherein the internal force of the basic structures is represented by the suspension rod force:
in the method, in the process of the invention,the axial force, the shearing force and the bending moment generated by the basic structure are respectively the ith hanging rod force as the unit concentrated force, N P 、S P 、M P The axial force, the shearing force and the bending moment generated by the basic structure under the action of the external load P are respectively;
the elastic modulus of the basic structure is E, the sectional area is A, the sectional moment of inertia is I, the shearing modulus is G, and the energy caused by the self-weight load and the boom force of the basic structure is as follows:
wherein x is i I=1, 2 for the i-th boom force j For any j-th boom force except the i-th boom force, delta ii For displacement, delta, of the corresponding basic structure position of the boom unit under the action of the ith boom force ij For displacement generated at the basic structure position corresponding to the ith boom unit under the action of the jth boom force, delta iP For the displacement generated at the position of the basic structure corresponding to the ith suspender unit under the action of the external load P, the displacement is calculated as follows:
in the method, in the process of the invention,the j-th lifting rod force is the axial force, the shearing force and the bending moment generated by the basic structure when the unit concentrated force is the jth lifting rod force;
to minimize J, then the following is required:
the force x of each hanging rod in a reasonable bridge formation state can be obtained through solving 1 、x 2 ,…,x n Solution of (2);
step three: solving stress-free state length of suspender structure in reasonable bridge formation state
Each boom structure will produce an axial deflection due to the boom forces:
according to the first step, the length of each suspender structure in a stress-free state in a reasonable bridge forming state is obtained:
wherein E is 0 Modulus of elasticity of boom structure, A 0 Is the cross-sectional area of the boom structure;
step four: bridge construction process actual state acquisition
Arranging sensors at selected measuring point positions of each suspender structure of the bridge and the girder of the bridge in combination with actual construction requirements, sequentially tensioning each suspender structure of the bridge, and respectively acquiring actual suspender force x of each suspender structure after each tensioning construction based on the sensors i ' and actual deflection of each measuring point of the bridge girder at the moment;
step five: boom force variation determination in actual construction
The cross-sectional area A of the boom structure is considered in the actual tensioning process 0 And modulus of elasticity E 0 No change occurred, and it can be seen that:
can be obtained by the above methodThen:
in the formula DeltaT a→b The change quantity of the actual hanging rod force and the hanging rod force in a reasonable bridge forming state is obtained;
step six: construction state finite element parameter correction
In the construction process, the volume weight, the secondary constant load and the elastic modulus of the basic structure of the bridge structure are caused to deviate, and the bridge structure is corrected in finite element software by the following formula:
wherein,
Y Q ＝[y 1 ,y 2 ,…,y Q ] T
in the method, in the process of the invention,for correction, by volume weight correction +.>Elastic modulus correction of basic structure +.>And second-phase constant load correction amount->Composition, phi Q Is an influence matrix of volume weight, elastic modulus of a basic structure and secondary constant load, and->Deflection change amounts at measuring point positions caused by volume weight, elastic modulus of basic structure and secondary constant load change are respectively Y Q Is the deflection error vector, y 1 ,y 2 ,…,y Q The difference value between the finite element theoretical deflection at the measuring point position and the actual deflection measured in the step four is obtained;
step seven: iterative correction of length of stress-free state of boom structure
Combining the actual boom force x 'of the boom structure in the actual construction process' i Length of unstressed stateAnd the volume weight, the elastic modulus and the second-stage constant load of the basic structure after the correction of the finite element software are corrected in the finite element software, the correction is repeatedly performed in the second to third steps, the boom force and the length of the unstressed state after the correction of the rest of the unstressed boom structure are obtained again, simultaneously, the tensioning of the new boom structure is performed, and the fourth to sixth steps are repeatedly performed each time the new boom structure is tensioned until the construction is finished.
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| CN111581714A (en) * | 2020-05-28 | 2020-08-25 | 广西交科集团有限公司 | Method for optimizing tensile force of arch bridge suspender for deviation correction in construction process |
| WO2022073477A1 (en) * | 2020-10-09 | 2022-04-14 | 广西交科集团有限公司 | Measurement method for testing incremental internal force of arch bridge suspension rod using inertia method |
| CN116484699A (en) * | 2023-05-08 | 2023-07-25 | 中南大学 | Method for accurately designing stress-free state line shape and space position of steel truss tied arch bridge |
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